智能城市停车场及相关配套设施（潼南高新区东区停车场及消防站配套设施工程）项目计算书.docx

《智能城市停车场及相关配套设施（潼南高新区东区停车场及消防站配套设施工程）项目计算书.docx》由会员分享，可在线阅读，更多相关《智能城市停车场及相关配套设施（潼南高新区东区停车场及消防站配套设施工程）项目计算书.docx（37页珍藏版）》请在淘文阁 - 分享文档赚钱的网站上搜索。

1、智能城市停车场及相关配套设施（潼南高新区东区停车场及消防站配套设施工程）工程计算书目录254.5209.7428.6320.6*木*季*楼层抗剪承载力验算* *名含余*今含拿拿*名含余*水*6拿拿*名Ratio_X.Ratio_Y:表示本层与上一层的承载力之比层号塔号X向承载力Y向承载力Ratio.XRatio_Y413.3902E+0023.4394E+0021.001.00313.OO69E+OO32.9I92E+0038.878.49214.0400E+0033.8473E+0031.341.32113.6866E+OO33.6725E+OO30.910.953.2结构周期文件* *辛京

2、率*拿拿*率*余*拿拿拿*审* 周期、地震力与振型输出文件*事*京不*京*41*考虑扭转耦联时的振动周期(秒)、X,Y方向的平动系数、扭转系数振型号周期转角平动系数(X+Y)扭转系数(Z)(强制刚性楼板模型)10.725499.781.00(0.03+0.97)().(X)20.697910.000.99(0.96+0.03)0.0130.586819.910.07(0.01+0.06)0.9340.238891.650.97(0.00+0.97)0.0350.22020.640.99(0.99+0.00)0.016().202290.790.24(0.02+0.23)0.7670.14496

3、1.700.83(0.19+0.64)0.1780.1347157.850.93(0.79+0.14)0.0790.1324148.830.04(0.02+0.02)0.96地震作用最大的方向=98.323振型号周期转角平动系数(X+Y)扭转系数(Z)10.727698.621.0(X0.02+0.98)0.0020.69938.821.0(X0.97+0.02)0.003().590919.680.07(0.0 l+0.(Xi)().9340.239191.480.97(0.00+0.97)0.0350.22050.330.99().99+0.(X)().0160.202890.110.24

4、(0.02+0.22)0.7670.145162.280.84(0.19+0.65)0.1680.1349158.610.93(0.80+0.13)0.0790.1325162.200.04(0.01+0.03)0.96(Z向扭转质量系数只在强制刚性板下有意义，对于非强制刚性板下的计算结果)振型号X向平动质量系数%(sum)Y向平动质量系数%(suin)Z向扭转质量系数(sum)12.08( 2.08)90.14( 90.14)0.14( 0.14)290.09( 92.17)2.16( 92.30)().54( 0.68)30.71(92.88)0.10( 92.40)80.46(81.14

5、)4O.(X)( 92.88)5.93( 98.33)0.09( 81.23)55.59( 98.47)0.00( 98.33)0.04(81.26)60.03( 98.50)0.05( 98.38)5.73( 86.99)70.02( 98.52)0.24( 98.62)0.41(87.40)80.16(98.68)0.04( 98.66)0.50( 87.90)90.01(98.69)().(M)( 98.66)().18( 88.08)X向平动振型参与质量系数总计：98.69%Y向平动振型参与质量系数总计：98.66%第1扭转周期(0.5868)/第1平动周期(0.7254) = 0.8

6、1地震作用最大的方向=97.884振型号阻尼比10.05020.0503().05()40.05050.05060.05070.0508().05090.050*名/*拿含象*米*拿拿拿*名套亳*次仅考虑X向地震作用时的地震力(采用非强制刚性楼板假定模型计兑结果)Floor:层号Tower:塔号F-x-x : X方向的耦联地震力在X方向的分量F-x-y : X方向的耦联地震力在丫方向的分量F-x-t: X方向的耦联地震力的扭矩振型1的地笈力FloorTowerF-x-x (kN)F-x-y(kN)F-x-t(kN-m)410.30-2.36-0.15317.02-46.35-24.88214.

7、68-30.59-8.08113.38-22.06-4.67振型2的地震力Floor4321振型3Tower1111 的地震力F-x-x (kN) 16.45311.74 210.34153.20F-x-y (kN)4.2246.8032.5323.59F-x-t(kN-m)-1.92-224.09-151.67-127.91FloorTowerF-x-x (kN)F-x-y(kN)F-x-t(kN-m)410.74-2.253.33311.901.69318.51212.27-0.99185.511振型41的地震力1.47-0.84133.39FloorlowerF-x-x(kN)F-x-y

8、(kN)F-x-t(kN-m)410.020.14-0.0131-0.071.623.09210.02-0.96-1.761振型51的地震力0.06-2.02-2.72FloorTbwcrF-x-x (kN)F-x-y(kN)F-x-t(kN-m)41-8.390.91-3.6731-77.93-1.79-83.632141.480.9744.721振型61的地笈力102.840.7886.71FloorTowerF-x-x (kN)F-x-y(kN)F-x-t (kN-m)410.03-1.021.3931-0.770.2745.46210.24().28-28.5()1振型71的地震力0.

9、800.87-58.20FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)41().8()1.39-0.7931-0.99-1.4625.0221-0.35-1.684.30110.762.49-19.55振型8的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-m)414.43-1.64-1.2031-3.861.00-41.3521-4.802.83-17.(X)115.88-2.9732.27振型9的地震力FloorTowerF-x-xF-x-yF-x-t(kN)(kN)(kN-in)410.060.215.5631().(X)-

10、0.23-3.5321-0.320.04-2.44110.36-0.044.50各振型作用下X方向的基底剪力层号：1 塔号：1振型号剪力(kN)115.392691.7336.3840.02558.0060.3070.2181.659().1()各层X方向的作用力(CQC)Floor :层号Tower:塔号Fx:X向地熊作用下结构的地震反响力Vx:X向地震作用下结构的楼层剪力Mx:X向地震作用下结构的弯矩Static Fx:静力法X向的地震力Static Fx(kN)Floor Tower FxVx (分塔剪重比)Mx(kN)(kN)(kN-m)4119.4119.41(4.224%)58.2

11、318.7831327.46345.79( 3.618%)1403.85304.6021219.23551.83( 3.221%)3542.19181.9411188.34709.47( 2.735%)7745.61124.84抗震规范(5.2.5)条要求的X向楼层最小明垂比=0.80%*，*仅考虑Y向地震作用时的地震力(采用非强制刚性楼板假定模型il算结果)Floor:层号Tower:塔号F-y-x : Y方向的耦联地震力在X方向的分量F-y-y: 丫方向的耦联地震力在Y方向的分量F-y-t ： Y方向的耦联地震力的扭矩振型1的地震力FloorlowerF-y-xF-y-yF-y-t(kN)

12、(kN)(kN-m)41-2.0015.521.0031-46.25305.36163.9021-30.86201.5353.201 1-22.251453530.80振型2的地震力FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)412.550.65-0.303148.287.25-34.712132.585.04-23.491123.733.65-19.81振型3的地震力FloorlowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-0.280.85-1.2531-0.71-0.63-119.6521-0.850.37-69.691 1-0.

13、550.31-50.11振型4的地笈力FloorlowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-0.85-7.150.26313.59-82.04-156.30层号：1 塔号：121振型511 的地震力-0.84-3.1148.72102.0888.74137.59FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)41-0.13().01-0.(X)31-1.18-0.03-1.27210.63().010.68111.560.011.31振型6的地趣力FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-m)410.0

14、4-1.361.8531-1.030.3660.49210.320.37-37.92111.061.16-77.44振型7的地震力FloorTowerF-y-xF-y-yF-y-t(kN)(kN)(kN-in)412.724.74-2.71313.38-5.0185.5321-1.20-5.7414.70112.598.50-66.83振型8的地震力FloorTi)werF-y-xF-y-yF-y-t(kN)(kN)(kN-in)41209().770.56311.82-0.4719.49212.26-1.338.0111-2.771.40-15.21振型9的地震力FloorlowerF-y-

15、xF-y-yF-y-t(kN)(kN)(kN-m)41-0.01-0.02-0.5231-0.000.020.3321().03-0.(X)().2311-0.030.00-0.42各振型作用下Y方向的基底剪力振型号I23456789剪力(kN)667.7616.590.9061.610.01 ().532.500.370.00各层Y方向的作用力(CQC)Floor :层号Tower:塔号Fy:Y向地浅作用卜.结构的地版反响力Vy:Y向地震作用下结构的楼层剪力My :Y向地震作用下结构的弯矩Static Fy:静力法Y向的地震力抗震规范(5.2.5)条要求的Y向楼层最小剪重比=0.80%Flo

16、orlowerFy (kN)Vy (分塔剪重比)(kN)My (kN-m)Static Fy(kN)4118.5818.58( 4.042%)55.7318.7831321.71339.21(3.550%)1375.73304.6021212.01535.07( 3.123%)3446.28181.9411181.45685.51(2.643%)7503.13124.84=8娄层地震剪力系数调整情况抗震规范(5.2.5)验算=层号塔号X向调整系数丫向调整系数调整后X向剪力调整后、向剪力111.0001.000709.47685.51211.0001.000551.83535.0731l.(XX

17、)1.000345.79339.21411.0001.00019.4118.583.3结构位移文件*位移输出文件*采用强制刚性楼板假定模型计算结果单位 ：mmFloor Tower Jmax JmaxDFloor Tower Jmax JmaxD：层号：塔号:最大位移对应的节点号：最大层间位移对应的节点号Max-(Z) : Z方向的节点最大位移h Max-(X), Ave-(X), Max-Dx , Ave-Dx ，：层高 Max-(Y) Ave- (Y) Max-Dy Ave-DyRatio-(X),Ratio-(Y)Ratio-Dx, Ratio-DyMax-Dx/h, Max-Dy/hD

18、xR/Dx, DyR/DyRatio_AX, Ratio_AYX, 丫方向的节点最大位移X, 丫方向的层平均位移X, 丫方向的最大层间位移X, 丫方向的平均层间位移最大位移与层平均位移的比值最大层间位移与平均层间位移的比值X, 丫方向的最大层间位移角X, Y方向的有害位移角占总位移角的百分比例本层位移角与.上层位移角的1. 3倍及上三层平均位移角的1. 2倍的比值的大者X-Disp, Y-Disp, Z-Disp:节点 X,Y,Z 方向的位移=工况17 = X方向地震作用下的楼层最大位移FloorTowerJmaxJmaxDMax-(X)Max-DxAve-(X)Avc-I)xhMax-Dx/

19、hI)xR/DxRatio AX4140000014.634. 543000-10000030. 340. 321/875399. 26%1.003130000254. 554. 34390030000030. 850. 831/459850. 25%1.532120000043.713. 53390020000041.281.241/304120. 90%1.671110000602.442. 30600010000602. 442. 301/2461100. 00%1.51X向最大层间位移角：1/2461 (1层1塔)=工况8 = X双向地震作用下的楼层最大位移FloorTowerJmax

20、JmaxDMax-(X)Max-DxAve-(X) Ave-DxhMax-Dx/hDxR/DxRatio AX4140000014.644. 55300040000030. 340. 331/871396. 94%1.003130000254.574. 36390030000030. 860. 841/454649. 68%1.512120000493. 733. 54390020000491.291.251/302920. 87%1.651110000062. 452. 30600010000062.452.301/2453100.00%1.51X向最大层间位移角：1/2453 （1层1塔）

21、=工况12 = X+偶然偏心地震作用下的楼层最大位移X向最大层间位移用：1/2368 （1层1塔）FloorTowerJmaxJmaxDMax-(X)Max-DxAve-(X) Ave-DxhMax-Dx/hDxR/DxRatio_.AX4140000014.674.48300010000020. 320. 321/9322100. 00%1.003130000254. 734. 36390030000030. 880. 831/440750. 57%1.552120000013. 863. 54390020000491.331.251/292821. 18%1.681110000062. 5

22、32.31600010000062. 532.311/2368100. 00%1.52=工况13 = X-偶然偏心地震作用下的楼层最大位移FloorTowerJmaxJmaxDMax- (X)Max DxAve-(X)Ave-DxhMax-Dx/hDxR/DxRatio AX4110000034.634.61300040000030. 360. 321/822797. 67%1.003130000034.374. 33390030000270. 840. 831/462649. 93%1.522120000493. 573. 52390020000521.241.241/313420. 61%

23、1.661110000062. 342. 29600010000062. 342. 291/2561100. 00%1.50X向坡大层间位移角：1/2561 （1层1塔）=工况19 = Y方向地震作用卜的楼层最大位移FloorTowerJmaxJmaxDMax-(Y)Max-DyAve-(Y) Ave-DyhMax-Ry/hDyR/DyRat.io_AY4140000024.714. 69300010000030. 400. 381/755793. 68%1.003130000284.844. 57390030000261. 150. 961/339135. 15%1.492120000502

24、0000503. 721.363. 641.3039001/286916. 59%1.491110000612. 372. 34600010000612. 372. 341/2530100. 00%1.37丫向最大层间位移角：1/2530 （1层1塔）=工况20 = Y双向地箧作用下的楼层最大位移FloorTowerJmaxJmaxDMax-(Y)lax-DyAve-(Y)Avc-DyhMax-Dy/hI)yR/DyRatio AY4140000024. 744. 733000-10000030. 400. 391/746992. 07%1.003130000284.874.613900300

25、00261. 160. 971/337035. 17%1.482120000503. 753. 67390020000501.371.311/285016. 75%1.481110000632. 392. 36600010000632. 392. 361/2507100. 00%1.37Y向最大层间位移角：1/2507 （1层1塔）=工况M = Y+偶然偏心地震作用下的楼层最大位移FloorTowerJmaxJmaxDMax-(Y)Max-DyAve-(Y) Ave-DyhMax-Dy/hDyR/DyRatio_AY4140000035. 235. 18300040000030. 420.40

26、1/718982. 80%1.003130000274.844.55390030000261.020. 941/384037. 39%1.412120000193. 993. 63390020000491.401.301/278217. 07%1.481110000602. 592. 34600010000602. 592. 341/2312100. 00%1.38丫向最大层间位移角：1/2312 （1层1塔）=工况15 = Y-偶然偏心地震作用下的楼层技大位移Floor TowerJmaxJmaxDMax-(Y)Max-DyAve-(Y) Ave-DyhMax-Dy/hDyR/DyRatio

27、 AY4140000024.294.20300040000030. 380. 371/7963100. 00%1.003130000285. 424. 59390030000281.280. 981/303632. 99%1.582120000504. 183. 65390020000501.521.311/256316. 11%1.491110000612. 672. 34600010000612. 672. 341/2250100. 00%1.37向最大层间位移角：1/2250 （1层1塔）=工况21 =最不利地震方向98. 3229下的楼层最大位移FloorTowerJmaxJmaxDV

28、ax-(Y)Max DyAve-(Y)Ave-DyhMax-Dy/hDyR/DyRalio_/Y4110000014.684.65300040000030. 390. 371/7700100. 00%1.003130000264.934. 59390030000261. 170. 961/332935. 17%1.552120000503. 793. 65390020000501. 381.311/282416. 52%1. 511110000612. 422. 356000100006!2. 422. 351/2477100. 00%1.38丫向最大层间位移角：1/2477 （1层1塔）=工

29、况22 =最不利地震方向188.323下的楼层最大位移X向最大层间位移角：1/2420 （1层1塔）FloorTowerJmaxJmaxDMax-(X)Max-DxAve-(X)Ave-DxhMax-Dx/hDxR/DxRatio AX4140000014.714. 62300010000020. 350. 331/851591.27%1.003130000254. 594. 36390030000250. 840. 831/464050. 36%1.472120000493. 773. 54390020000491.291.251/301720. 97%1.651!10000602. 482

30、.30600010000602. 482. 301/2420100. 00%1.50=工况2 = +X方向风荷载作用下的楼层最大位移Floor Tower JmaxFloor Tower JmaxMax-(X) Avc-(X) Rat io-(X)JmaxDMax-DxAvc-DxRatio-DxMax-Dx/hDxR/DxRatio_AX4140000031.891.881.003000-10000030. 100. 401.001/750848. 88%1.003130000271.491.481.01390030000270. 290.271.001/999949. 69%0. 3921

31、20000041.211.211.00390020000520.410. 401.001/940134.38%1. 151 110000060. 830.811.02600010000060. 830.811.001/7256100. 00%1. 13X向最大层间位移角：1/7256 （1层1塔）X方向最大位移与层平均位移的比值：1.02 （1层1塔）X方向最大层间位移与平均层间位移的比值：1. 00 （4层1塔）=工况3 = -X方向风荷载作用下的楼层最大位移FloorTowerJmaxJmaxDMax-(X)Max-DxAve-(X)Ave-DxRatio-(X)Ratio-DxhMax-

32、Dx/hDxR/DxRatio_AX4140000031.891.881.00300040000030. 400.401.001/750848. 88%1.003130000271.491.481.01390030000270. 290.27LOO1/999949. 69%0. 392120000011.211.211.00390020000520.410. 101.001/940131. 38%1. 151110000060. 830.811.02600010000060. 830.811.001/7256100. 00%1. 13X向最大层间位移角：1/7256 （1层1塔）X方向最大位移

33、与层平均位移的比值：1.02 （1层1塔）X方向最大层间位移与平均层间位移的比值：1. 00 （4层1塔）=工况4 = +丫方向风荷载作用下的楼层最大位移Floor TowerJmaxJmaxDMax-(Y) Max-DyAve-(Y) Ave-DyRat io-(Y) Ratio-DyhMax-Dy/hDyR/DyRatio_AY4140000032. 862. 84LOO300040000030. 270. 261.001/999931.34%1.003130000252. 592. 571.01390030000260. 470. 441.001/824956. 32%1.0121200

34、00192. 182. 131.02390()20000510.710. 691.001/547636. 92%1.481 110000601.481.451.03600010000601.481.451.031/4043100.00%1.61丫向最大层间位移角：1/4043 （1层1塔）Y方向最大位移与层平均位移的比位：1. 03 （1层1塔）Y方向最大层间位移与平均层间位移的比值：1. 03 （1层1塔）=工况5 = -Y方向风荷载作用下的楼层最大位移FloorTowerJmaxJmaxDMax- (Y) Max-DyAve-(Y) Ave-DyRatio-(Y) Ratio-DyhMax-Dy/hDyR/DyRatio_/Y4140000032. 862. 841.00300040000030. 270. 261.001/999931.34%1.003130000252. 592. 571.01390030000260.470. 441.001/824956. 32%1.012120000192. 182. 131.02390020000510.710. 69LOO1/547636. 92%1.481110000601.481.451.03600010000601.481.451.031/4043